CN114482128A - Novel combined anti-floating construction method for open cut station structure of water-rich special stratum - Google Patents
Novel combined anti-floating construction method for open cut station structure of water-rich special stratum Download PDFInfo
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- CN114482128A CN114482128A CN202210215359.5A CN202210215359A CN114482128A CN 114482128 A CN114482128 A CN 114482128A CN 202210215359 A CN202210215359 A CN 202210215359A CN 114482128 A CN114482128 A CN 114482128A
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- station
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
Abstract
The invention discloses a novel combined anti-floating construction method for an open cut station structure of a water-rich special stratum, which comprises the following steps: step A, building and constructing a main body fender post of a station, a lattice column and a foundation pile carrying a layer of external expanding section deep burying, wherein the main body fender post of the station is positioned at the periphery of a main body structure of an open cut station, and then constructing a crown beam; step B, when the foundation pit is excavated to the base, applying an anti-floating anchor rod; c, arranging anti-floating toes on the left side and the right side of the station bottom plate, pouring the anti-floating toes integrally, and compacting the anti-floating toes through toe-pressing beams after bricks are built right above the anti-floating toes; d, removing the bottom steel support after the pouring of the station bottom plate is completed, constructing middle plates, middle columns and side walls of each layer of the station layer by layer from bottom to top, and when the construction reaches a negative layer of outward expansion section, extending pile head reinforcing steel bars of the foundation piles into the bottom plate of the outward expansion section for anchoring; and E, integrally pouring a station top plate, and then applying the station top plate as a capping beam, so that the anti-floating station has the characteristics of combination of various anti-floating modes, good anti-floating effect, strong safety and stability of the station and capability of saving later-stage manpower and material resources.
Description
Technical Field
The invention relates to the technical field of anti-floating of station structures, in particular to a novel combined anti-floating construction method for an open cut station structure of a water-rich special stratum.
Background
When the foundation of the underground open cut station is below the groundwater level, the underground open cut station inevitably bears the buoyancy action from the groundwater in the construction and use processes, which may cause the situations of the damage of the building bottom plate, the cracking of the beam column node, the damage of the bottom plate and the like, and the anti-floating measure of the building is particularly important.
At present, a single anti-floating measure is usually adopted, for a subway station of a specific water-rich deep foundation pit, the single anti-floating measure is not enough to counteract water buoyancy, and extra measures are usually required subsequently, so that construction period progress is delayed and manpower and material resources are consumed.
Disclosure of Invention
The invention aims to provide a novel combined anti-floating construction method for an open cut station structure of a water-rich special stratum, which has short construction period and strong anti-floating capability and solves the problems of prolonged construction period and manpower and material consumption caused by the adoption of a single anti-floating measure and the need of a subsequent anti-floating measure.
Therefore, the technical scheme adopted by the invention is as follows: a novel combined anti-floating construction method for an open cut station structure of a water-rich special stratum comprises the following steps:
step A, building and constructing a main body fender post of a station, lattice posts and a foundation post which is provided with a layer of external expanding section and is deeply buried, wherein the main body fender post of the station is positioned at the periphery of a main body structure of an open cut station, then constructing a crown beam, a main pile rib of the pile head part of the main body fender post of the station is deeply embedded into the crown beam for anchoring, and pile head reinforcing steel bars are reserved at the pile head of the foundation post;
step B, when the foundation pit is excavated layer by layer from top to bottom, one layer of steel support is loaded to act on the crown beam, the other layers of steel supports act on the steel purlin for supporting the foundation pit, and when the foundation pit is excavated to the base, the anti-floating anchor rod is applied;
step C, after a concrete cushion layer, a waterproof coiled material and a fine stone protective layer are sequentially constructed from bottom to top, a station bottom plate is constructed, anti-floating toes are arranged on the left side and the right side of the station bottom plate and are integrally poured, bricks are laid right above the anti-floating toes and are compressed through toe pressing beams, stressed steel bars of the toe pressing beams are transversely implanted into station main body enclosure piles, distributed ribs are bound, and then concrete is poured;
d, removing bottom steel supports after the pouring of the station bottom plate is completed, constructing middle plates, middle columns and side walls of each layer of the station layer by layer from bottom to top, removing the steel supports of the corresponding layers, when the construction is carried out to the bottom plate of the outer expanding section of the negative layer, extending pile head steel bars of the foundation piles into the bottom plate of the outer expanding section for anchoring, and integrally pouring the pile heads and the bottom plate of the outer expanding section of the negative layer;
and E, integrally pouring a station top plate while constructing the middle plate, the middle column and the side wall of the negative layer of the station, constructing a capping beam, transversely implanting stress reinforcing steel bars of the capping beam into the station main body guard piles, binding distribution ribs and then pouring concrete.
Preferably, in the step a, the anchoring length in the crown beam is not less than 35d, and meets the building construction standard.
Preferably, in the step B, the diameter of the anti-floating anchor rod is 300mm, the anti-floating anchor rod meets the building construction standard, and the anti-floating capability is strong.
Preferably, in the step C, the anti-floating toe is integrated with the station and extends outwards from the left side and the right side of the station bottom plate, so that the stability of the whole structure is ensured.
Preferably, in the step D, the anchoring length of the pile head steel bar of the foundation pile on the bottom plate of the outward expansion section is not less than 35D, so that the anchoring stability is satisfied.
Preferably, in the step E, the length of the implanted stressed steel bar of the capping beam is not less than 15d, and the implanted steel bar is integrated with the main body fender pile of the station, so that the capping beam can be stably fixed on the main body fender pile of the station.
The invention has the beneficial effects that:
(1) ingenious foundation pile, anti-floating anchor rod, anti-floating toe and the combination of pressing the toe roof beam that buries deeply with station main part fender post, lattice column, the outer section of expanding of burden one deck, anti-floating to guarantee in the subway station of rich water deep basal pit, station major structure can offset water buoyancy, avoid because of adopting single anti-floating measure to lead to when being insufficient to offset water buoyancy follow-up still additionally to increase anti-floating measure, effectively shorten follow-up construction period, save later stage manpower and materials.
(2) Set up anti floating toe on the station bottom plate during construction station bottom plate, compress tightly through pressing the toe roof beam again behind the brick of laying bricks directly over anti floating toe, the atress reinforcing bar of pressing the toe roof beam transversely implants station main part fender pile and ligature distribution muscle after concreting, reforms station main part retaining structure permanent anti floating structure, reduces the buoyancy that the subway station bore, guarantees holistic security of station, stability.
(3) When the foundation pit is excavated to the base, an anti-floating anchor rod is applied and serves as a pull rod arranged between the bottom plate and the lower soil layer, and anti-floating is carried out by depending on the bonding friction force between the rod body and the surrounding soil body; pile head reinforcing steel bars of the foundation piles extend into the outer expanding section bottom plates to be anchored, the pile heads and the negative layer outer expanding section bottom plates are integrally poured, and buoyancy is balanced through friction force between pile bodies of the foundation piles and the soil layers.
(4) The stress steel bars of the capping beam are transversely implanted into the station main body guard piles and bound with the distribution ribs, then concrete is poured, when the station floats upwards under the influence of water buoyancy, the capping beam can generate downward pressure, and meanwhile, the anti-floating effect can be achieved through the self weight and the side friction resistance of the enclosure structure in the anti-floating process.
In conclusion, the anti-floating device has the characteristics of combination of various anti-floating modes, good anti-floating effect, strong safety and stability of a station and capability of saving manpower and material resources in the later period.
Drawings
Fig. 1 is a front view of the present invention.
Fig. 2 is a front view of a support system for construction of an open cut station of a water-rich special stratum.
Fig. 3 is a schematic cross-sectional view of the construction of the full framing.
Fig. 4 is a longitudinal sectional view (partial) of fig. 2.
Detailed Description
The invention will be further illustrated by the following examples in conjunction with the accompanying drawings:
as shown in fig. 1, a novel combined anti-floating construction method for an open cut station structure of a water-rich special stratum comprises the following concrete implementation steps:
step A, building and constructing a station main body fender pile 1, lattice columns 2 and foundation piles 3 with a negative layer of outer expanding section deep buried, wherein the station main body fender pile 1 is located on the periphery of an open-cut station main body structure and then is constructed into a crown beam 4, pile main ribs of the pile head part of the station main body fender pile 1 penetrate into the crown beam 4 to be anchored, and pile head reinforcing steel bars are reserved at the pile heads of the foundation piles 3.
In the step A, the anchoring length in the crown beam 4 is not less than 35d, so that the crown beam 4 is stably and integrally installed on the main body fender post 1.
And step B, when the foundation pit is excavated layer by layer from top to bottom, the steel supports of the other layers act on the crown beam 4, the steel supports of the other layers act on the steel purlin for supporting the foundation pit, and the anti-floating anchor rods 5 are applied when the foundation pit is excavated to the base.
In the step B, the diameter of the anti-floating anchor rod 5 is 300mm, and the anti-floating anchor rod is arranged between the bottom plate and the soil layer below the bottom plate and resists floating by means of the bonding friction force between the rod body and the surrounding soil body.
Step C, after a concrete cushion layer, a waterproof coiled material and a fine stone protective layer are sequentially constructed from bottom to top, a station bottom plate 9 is constructed, anti-floating toes 6 are arranged on the left side and the right side of the station bottom plate 9 and are integrally cast, bricks are laid right above the anti-floating toes 6 and are then compressed through a toe pressing beam 7, stressed steel bars of the toe pressing beam 7 are transversely implanted into the station main body fender posts 1, distributed ribs are bound, and then concrete is cast;
d, removing the bottom steel supports after the pouring of the station bottom plate 9 is completed, constructing middle plates 10, middle columns and side walls of each layer of the station from bottom to top in a layered mode, removing the steel supports of the corresponding layers, when the construction reaches the outer expanding section of the negative layer, extending pile head reinforcing steel bars of the foundation piles 3 into the outer expanding section bottom plate for anchoring, and integrally pouring the pile heads and the bottom plate of the negative layer of the outer expanding section;
in the step D, the anchoring length of the pile head steel bar of the foundation pile 3 on the bottom plate of the external expanding section is not less than 35D (D is the diameter of the pile head steel bar).
And E, integrally pouring a station top plate 11 while constructing the middle plate 10, the middle column and the side wall of the negative layer of the station, then constructing a capping beam 8, transversely implanting stress reinforcing steel bars of the capping beam 8 into the station main body guard piles 1, binding distribution ribs and then pouring concrete.
In the step E, the length of the implanted stressed steel bar of the capping beam 8 is not less than 15d (d is the diameter of the stressed steel bar), and when the station floats upwards under the influence of water buoyancy, the capping beam can generate downward pressure.
The station main body fender pile 1 is structurally integrated with a crown beam 4, an anti-floating toe 6 and a capping beam 8, and the anti-floating effect can be achieved through self weight and side friction resistance in the anti-floating process.
The combined anti-floating system is formed by combining and supplementing the anti-floating measures, provides enough anti-floating capacity for the subway station of the water-rich deep foundation pit, and is safer and more stable than the single anti-floating measure.
As shown in fig. 2-4, the support system for construction of the open cut station of the water-rich special stratum consists of a disc buckle type full hall support B with an adjustable symmetrical support mechanism A.
Fig. 2 shows a schematic cross section of construction of a mixed-building system, the adjustable symmetrical supporting mechanisms A are arranged on the main body structure of the disc buckle type full-hall support B in an array mode, and the whole length can be adjusted in the horizontal direction.
The main body of the adjustable symmetrical supporting mechanism A is a steel pipe, the left end and the right end of the main body are provided with screw rod jacking supports, and the screw rod at the tail parts of the jacking supports is adjusted to be screwed into the depth in the steel pipe, so that the whole length of the adjustable symmetrical supporting mechanism A is adjusted.
Fig. 3 and 4 show cross-sectional schematic diagrams of full framing construction.
After the corresponding positions of the middle column 12, the disc buckle type full-hall support B, the side wall 13 and the middle plate 10 are constructed synchronously and the corresponding templates are installed, the disc buckle type full-hall support B can support the middle plate 10, and the left side surface and the right side surface of the disc buckle type full-hall support B can also support the side wall 13 through the adjustable symmetrical supporting mechanism A.
The baffle between each layer of subway station is regarded as to medium plate 10, and the bottom interval of every layer of medium plate 10 is provided with station center pillar 12, and every layer of station sets up the dish knot formula full hall support B alone, and the siding wall post on every layer is integrative to be pour.
After the pouring construction of the station bottom plate 9 is completed, the corresponding positions of the central column 12, the disc buckling type full-hall support B, the side wall 13 and the middle plate 10 are synchronously constructed and corresponding templates are installed, the disc buckling type full-hall support B can support the middle plate 10, the adjustable symmetrical supporting mechanism A can be adjusted to tightly support the side wall 13 template, and the central column 12, the side wall 13 and the middle plate 10 are integrally poured at last.
Claims (5)
1. A novel combined anti-floating construction method for an open cut station structure of a water-rich special stratum is characterized by comprising the following steps:
a, constructing a station main body fender post (1), a lattice column (2) and a foundation pile (3) which is provided with a layer of external expanding section and deeply buried, wherein the station main body fender post (1) is positioned at the periphery of a main structure of an open cut station, then a crown beam (4) is constructed, a main pile rib of a pile head part of the station main body fender post (1) is deeply inserted into the crown beam (4) for anchoring, and a pile head reinforcing steel bar is reserved at the pile head of the foundation pile (3);
step B, when the foundation pit is excavated layer by layer from top to bottom, one layer of steel support is loaded to act on the crown beam (4), the other layers of steel supports act on the steel purlins supporting the foundation pit, and when the foundation pit is excavated to the base, an anti-floating anchor rod (5) is applied;
step C, after a concrete cushion layer, a waterproof coiled material and a fine stone protective layer are sequentially constructed from bottom to top, a station bottom plate (9) is constructed, anti-floating toes (6) are arranged on the left side and the right side of the station bottom plate (9) and are integrally poured, bricks are laid right above the anti-floating toes (6) and are then compressed through a toe pressing beam (7), stressed steel bars of the toe pressing beam (7) are transversely implanted into the station main body guard piles (1) and distributed ribs are bound, and then concrete is poured;
d, removing the bottom steel supports after the pouring of the station bottom plate (9) is completed, constructing middle plates (10), middle columns and side walls of each layer of the station from bottom to top in a layered mode, removing the steel supports of the corresponding layers, when the construction is carried out to a negative layer of outward expansion section, extending pile head steel bars of the foundation piles (3) into the bottom plate of the outward expansion section for anchoring, and integrally pouring the pile heads and the bottom plate of the negative layer of outward expansion section;
and E, integrally pouring a station top plate (11) while constructing the middle plate (10), the middle column and the side wall of the negative layer of the station, then constructing a capping beam (8), transversely implanting stress steel bars of the capping beam (8) into the station main body fender posts (1), binding distribution ribs and then pouring concrete.
2. The novel combined anti-floating construction method for the open cut station structure of the water-rich special stratum as claimed in claim 1, characterized in that: in the step A, the anchoring length in the crown beam (4) is not less than 35 d.
3. The novel combined anti-floating construction method for the open cut station structure of the water-rich special stratum as claimed in claim 1, characterized in that: in the step B, the diameter of the anti-floating anchor rod (5) is 300 mm.
4. The novel combined anti-floating construction method for the open cut station structure of the water-rich special stratum as claimed in claim 1, characterized in that: and D, in the step D, the anchoring length of the pile head steel bar of the foundation pile (3) on the bottom plate of the outward expansion section is not less than 35D.
5. The novel combined anti-floating construction method for the open cut station structure of the water-rich special stratum as claimed in claim 1, characterized in that: and in the step E, the implantation length of the stressed steel bar of the capping beam (8) is not less than 15 d.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210215359.5A CN114482128A (en) | 2022-03-07 | 2022-03-07 | Novel combined anti-floating construction method for open cut station structure of water-rich special stratum |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210215359.5A CN114482128A (en) | 2022-03-07 | 2022-03-07 | Novel combined anti-floating construction method for open cut station structure of water-rich special stratum |
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| CN114482128A true CN114482128A (en) | 2022-05-13 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN206752504U (en) * | 2017-01-22 | 2017-12-15 | 中铁第四勘察设计院集团有限公司 | Locally deep pit float Structure |
| CN209179083U (en) * | 2018-10-26 | 2019-07-30 | 中铁第一勘察设计院集团有限公司 | A kind of anti-floating system that corbel type crown beam is combined with oblique type capping beam |
| CN210369070U (en) * | 2019-06-27 | 2020-04-21 | 中铁一局集团第二工程有限公司 | Integral combined anti-floating structure of foundation pit in upper soft and lower hard stratum in karst area |
| CN111236325A (en) * | 2020-03-16 | 2020-06-05 | 中铁（天津）隧道工程勘察设计有限公司 | Anti-floating system and method for separating subway station and property development basement bottom plate |
| CN213508576U (en) * | 2020-10-20 | 2021-06-22 | 中铁八局集团第一工程有限公司 | Anti building structure that floats |
-
2022
- 2022-03-07 CN CN202210215359.5A patent/CN114482128A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN206752504U (en) * | 2017-01-22 | 2017-12-15 | 中铁第四勘察设计院集团有限公司 | Locally deep pit float Structure |
| CN209179083U (en) * | 2018-10-26 | 2019-07-30 | 中铁第一勘察设计院集团有限公司 | A kind of anti-floating system that corbel type crown beam is combined with oblique type capping beam |
| CN210369070U (en) * | 2019-06-27 | 2020-04-21 | 中铁一局集团第二工程有限公司 | Integral combined anti-floating structure of foundation pit in upper soft and lower hard stratum in karst area |
| CN111236325A (en) * | 2020-03-16 | 2020-06-05 | 中铁（天津）隧道工程勘察设计有限公司 | Anti-floating system and method for separating subway station and property development basement bottom plate |
| CN213508576U (en) * | 2020-10-20 | 2021-06-22 | 中铁八局集团第一工程有限公司 | Anti building structure that floats |
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